Investigation of Effects of Capacity Spectrum Method on Performance Evaluation of Multi-Story Buildings According to the IRAQI Seismic Code Requirements

Affiliation(s)

^{1}
Department of Civil Engineering, University of Baghdad, Baghdad, Egypt.

^{2}
Department of Structural Engineering, Cairo University, Cairo, Egypt.

ABSTRACT

The aim of this study is to assess the performance objectives defined in the Iraqi Seismic Code (ISC) in order to make a realistic evaluation related to Performance-Based Seismic Design (PBSD) of multi-story reinforced concrete buildings and also to compare and evaluate structural response demands obtained from nonlinear static analysis procedures according to two versions of the capacity spectrum method (CSM) which are recommended in ATC 40 and ATC 55. Two groups of three-dimensional RC buildings with different heights, designed according to Iraqi Building Code Requirements for Reinforced Concrete (IBC), are investigated. Pushover analyses are carried out to determine the nonlinear behavior of the buildings under three different seismic hazard levels, for two Iraqi seismic zones, of earthquake loads. In order to determine performance levels of the buildings, maximum inter-story drift demands and plasticizing sequence are determined and compared with the related limits using the CSM recommended in ATC 40 and ATC 55. From the results of this research, it can be concluded that RC buildings designed according to the Iraqi codes sufficiently provide the performance objectives stipulated in the ISC. Comparing structural response quantities obtained from the two versions of CSM, effects on performance evaluations of the buildings are investigated comparatively, as well.

The aim of this study is to assess the performance objectives defined in the Iraqi Seismic Code (ISC) in order to make a realistic evaluation related to Performance-Based Seismic Design (PBSD) of multi-story reinforced concrete buildings and also to compare and evaluate structural response demands obtained from nonlinear static analysis procedures according to two versions of the capacity spectrum method (CSM) which are recommended in ATC 40 and ATC 55. Two groups of three-dimensional RC buildings with different heights, designed according to Iraqi Building Code Requirements for Reinforced Concrete (IBC), are investigated. Pushover analyses are carried out to determine the nonlinear behavior of the buildings under three different seismic hazard levels, for two Iraqi seismic zones, of earthquake loads. In order to determine performance levels of the buildings, maximum inter-story drift demands and plasticizing sequence are determined and compared with the related limits using the CSM recommended in ATC 40 and ATC 55. From the results of this research, it can be concluded that RC buildings designed according to the Iraqi codes sufficiently provide the performance objectives stipulated in the ISC. Comparing structural response quantities obtained from the two versions of CSM, effects on performance evaluations of the buildings are investigated comparatively, as well.

Received 14 March 2016; accepted 30 May 2016; published 2 June 2016

1. Introduction

Building damages and collapses in severe earthquakes have caused huge life and economic losses, in different parts of the world. Even smaller earthquakes have also caused the inelastic behavior in buildings. Therefore, it is necessary to examine and discuss the current country codes and develop alternative approaches to the traditional force based design [1] . Performance-based design (PBSD) is a major shift from traditional structural design concepts and represents the future of earthquake engineering. The procedure provides a method for determining acceptable levels of earthquake damage. Also, it is based on the recognition that yielding does not constitute failure and that preplanned yielding of certain members of a structure during an earthquake can actually help to save the rest of the structure. The structural engineer is interested in its concepts due to its potential benefits in assessment, design, and better understanding of structural behavior during ground motions. It also, permits the owners and designers to select personalized performance goals for the design of different structures. It seems that PBSD concepts, which allow multi-level design objectives, can provide a framework to improve the current codes; by obtaining structures that perform appropriately for all of seismic hazard levels [2] .

In determination of response demands for seismic assessments of buildings within PBSD concept, nonlinear static analysis procedures (NSPs) are becoming more popular in structural engineering practice. Although nonlinear time history analysis is the most reliable analysis in determination of the seismic response demands, it requires rather sophisticated input data and provides output, which is difficult to interpret. For this reason, NSPs are frequently used in ordinary engineering applications to avoid sophisticated assumptions required by the latter. As a result, simplified NSPs recommended in ATC 40 [3] , FEMA 237 [4] , FEMA 356 [5] , and other documents have become popular [6] [7] .

The nonlinear static procedure requires development of a pushover curve, a plot of base shear versus roof displacement, by nonlinear static analysis of the structure subjected first to gravity loads, followed by monotonically increasing lateral forces with a specified invariant height wise distribution. At least two force distributions must be considered [5] [7] .

Then, maximum structural response demands, (such as drifts, plastic rotations, inter-story drifts, shear strength, etc.) are obtained by using this curve. Single degree-of-freedom (SDOF) system approach is used in determination of demands in NSPs recommended in ATC 40 and FEMA 356, which is called as capacity spectrum method (CSM) and displacement coefficient method (DCM), respectively. However, these procedures have some discrepancy in determination of displacement demand for the same building model and under a specific ground motion [8] [9] . Consequently, same building performances may not be obtained due to these discrepancies in the analysis procedures.

Applied Technology Council with funding provided by FEMA conducts the ATC 55 [10] project to overcome the deficiencies and discrepancies in the NSPs using performance based engineering methods for seismic design, evaluation, and rehabilitation of buildings [11] . The ATC 55 Project has two objectives: the development of practical recommendations for improved prediction of inelastic structural response of buildings to earthquakes (i.e., guidance for improved application of inelastic analysis procedures), and the identification of important issues for future research.

The capacity spectrum method (CSM) has gained considerable popularity amongst pushover users since its introduction in 1975 by Freeman and collaborators [12] [13] . Chopra and Goel [14] found some flows in CSM version of ATC 40. The ATC 55 project derives the optimal vibration period and damping ratio parameters for the equivalent linear system by minimizing the differences between its response and that of the actual inelastic system and rectifies the flows in the original version [8] . For this reason, it is of prime importance to investigate effects of the CSM versions in performance evaluations of RC buildings, having different structural characteristics, within PBD and assessment concept.

In order to obtain useful elements of comparison between the two versions of CSM, the building performance is evaluated in this work with the features proposed in ATC 40 and ATC 55 and by comparing the seismic response estimation of the analyzed buildings in terms of drift profiles, roof drift ratios, inter-story drift ratios, base shear demands and plasticizing sequence due to component rotational demands.

Performances of RC buildings designed according to the Iraqi Building Code IBC 1987 [15] and Iraqi Seismic Code ISC 1997 [16] are examined, in an attempt to investigate the behavior of RC buildings in Iraq through evaluation of the performance objectives stipulated in the ISC. As in several contemporary country codes, general principles of earthquake resistant structure design are stated in the ISC 1997, which consists of rather indistinct definitions concerning the expected seismic hazard and damage levels. Stipulated performance objectives of the ISC are as follows:

1. The structure should withstand, without any structural and non-structural damage, the effects of slight seismic motion.

2. The structure should withstand, with limited non-structural damage and limited non-linear behavior of structural members, the effects of moderate seismic motion (design earthquake).

3. The structure should not collapse under sever or maximum expected earthquake.

The code provisions attempt to provide these performance objectives with various requirements (i.e., ductility and capacity requirements, displacement restrictions, etc.). These restrictions are very similar in all of the contemporary codes. However, it is not possible to check the states of the stipulated performance objectives by means of the traditional force based design. In order to determine the expected performances of the buildings, the performance based approaches including displacements rather than forces should be used in design and assessment.

Two groups of three-dimensional RC multi-story buildings are investigated in this study. Each group has three buildings (3, 6, and 9 stories). The buildings in the first group have a soft story, while those in the second group have none. In order to determine building performance, base shear?roof displacement relationships (capacity curves) of each building designed according to Iraqi codes are obtained by pushover analysis.

Each building is subjected to two kinds of lateral load distribution, P1, and P2, across its height. The first one is according to an equation of equivalent static forces as in ISC, while the second is proportional to the story masses at each story level. Two different seismic zones were chosen from the seismic zoning map of Iraq and three seismic hazard levels, derived from the ISC design spectrum, are considered in this study for each zone. Then, buildings’ performances are determined using the two versions of CSM. Comparing the performances of the modeled RC buildings to the stipulated objectives in the ISC, the behavior of RC buildings in Iraq is evaluated.

2. Properties of the Buildings

In order to compare seismic demands obtained from the CSM on RC buildings, three dimensional (3D) structural systems having three (3S), six (6S), and nine (9S) stories are designed according to the Iraqi codes (IBC and ISC Codes). In order to investigate the effects of having a soft first story on performance, two groups, types, of system configurations were used T1S and T1N by taking the first story height, in the former, 50% more than the other stories, while it was kept the same in the latter. The basic structure is symmetrical in two directions and has no structural irregularity. All buildings are residential having the same square plan dimensions 20 m × 20 m with 5 m bays in both directions. All stories have the same (3 m) height, except in the first stories of the buildings in T1S group (Figure 1). The systems were designed to carry: Live Load of 2 kN/m^{2}, Flooring Load of 1.5 kN/m^{2}, Partitions Load of 2 kN/m^{2}, Mechanical and Electrical load of 0.5 kN/m^{2} in addition to the slab weight of 150 mm thickness. The equivalent horizontal static seismic load was also considered according to the Iraqi seismic code. The sectional details were done for those residential buildings according to the Iraqi building code and the results are shown in Table 1.

3. Assumptions of the Structural Model

The next step in PBSD is the estimation of seismic demands in the structure due to imposed earthquake loads. The prediction of deformation demands is arguably the most critical step in PBD. Determining demands necessitates the development of a structural model of reasonable complexity. Errors in estimating the demand as a result of an inadequate structural model can propagate through and lead to misleading conclusions on the performance of the structure.

Nonlinear bending and axial deformations are assumed to occur at certain sections, which are defined as plastic sections, whereas the other portions of the building remain elastic. It is assumed that plastic hinges occur with pure bending moment in beams and with combined bending moment and axial force in columns.

Shear force and torsional moment capacities of beams and columns are also checked separately in the analyses. Moment-plastic rotation relationships of column and beam sections are assumed as rigid plastic with kinematic hardening, and characteristic values of them (plastic moment and maximum plastic rotation values) are taken from ATC 40. Cracked section stiffness values for columns and beams are taken as proposed in FEMA

(a)(b)(c)

Figure 1. (a) Perspective, 3D view of the investigated buildings; (b) Buildings group T1S, with soft first story; (c) Buildings group T1N, with normal first story.

Table 1. Section details of reinforced concrete frames type T1S and T1N.

356. For the cases where members lose all or a significant portion of their lateral load carrying ability, but could continue to deflect with no other unacceptable effects, ATC 40 and FEMA 356 purpose a procedure in order to determine the capacity curves and the performance points for these types of buildings.

The

4. Performance Objectives

A performance objective may be regarded as the main element in PBSD and is composed of two parts: a performance level and a seismic hazard level which describes the expected seismic load at the site. Terms such as Immediate Occupancy (IO), Life Safety (LS) and Collapse Prevention (CP) are examples of performance levels, as defined in FEMA 356 [5] and ATC 40 [3] .

Seismic hazard levels are typically prescribed in terms of response spectra and are controlled by site characteristics. As the performance objectives in the ISC are not clearly defined as to seismic hazard levels and performance levels, it is not possible to fully validate or interpret building performance. For this purpose, based on the performance and substitute damage levels defined in ATC40, performance objectives of the ISC are defined in the study. In the seismic design of the buildings two different seismic zoning areas, Baghdad and Dehok (Figure 2), were chosen from the seismic zoning map of Iraq (Figure 2). The corresponding seismic coefficients Ca and Cv are 0.11, and 0.21 for Baghdad zone and 0.20, and 0.25 for Dehok zone. According to this, three different seismic hazard levels for each zone, with a seismic importance factor of 1, are considered in determination of the structural and nonstructural response demands of the RC buildings. These seismic hazard levels are expressed as:

(a)(b) (c)

Figure 2. (a) Seismic zoning map of Iraq; (b) Response spectrum, Baghdad Zone; (c) Response spectrum, Dehok Zone.

Table 2. Building type, weight, modal mass, fundamental period, and legend.

1. Seismic Hazard Level I―(E1): In low-intensity earthquakes with 50% probability of being exceeded in 50 years, it is assumed that the buildings remain at immediate occupancy (IO) performance level or better.

2. Seismic Hazard Level II―(E2): In moderate earthquakes with 10% probability of being exceeded in 50 years, it is assumed that the buildings remain between immediate occupancy (IO); performance level and life safety performance level (LS).

3. Seismic Hazard Level III―(E3): In the maximum earthquake with 2% probability of being exceeded in 50 years, it is assumed that the buildings remain at (LS) performance level of the building or very close to it and should never reach collapse prevention (CP) performance level.

There are two criteria for determining performance levels in order to make performance evaluations of the buildings. These criteria are the maximum plastic rotation values in the members of the structural system (beams and columns) and maximum inter-story drift values of the building, which is pushed statically until the maximum displacement demand is reached.

5. Distribution of Seismic Forces

To represent the earthquake effects, the buildings are subjected to a lateral load distribution across its height according to two patterns; the equivalent static ISC [16] triangular load pattern P1, and the uniform load pattern P2. In the first pattern, the total horizontal seismic design force V should be distributed over the height of the building in accordance with the following formula [16] :

(1)

In the above expression, is the seismic design force in the i-th level, and are the i-th and j-th floor weights, and are the heights of the i-th and j-th floors from the top of the foundation, and N is the total number of levels. The lateral loads were increased monotonically in the pushover analyses. Figure 3 shows the equivalent Horizontal Static Design Seismic Loading in kN, applied on a typical Interior Frame according to the ISC in Baghdad Zone for the investigated Buildings. For buildings with more than five levels, 0.15 V shall be considered to be concentrated at the top level while the remaining 0.85 V shall be distributed in accordance with the above formula.

6. Determination of Capacity Curves

In the pushover analyses, combinations of vertical and lateral loads were based on the rules of the Iraqi Seismic code (ISC) and the design was based on the Iraqi Building Code (

Figure 3. Equivalent horizontal static design seismic loading (kN), applied on a typical interior frame according to the ISC in Baghdad Zone for the investigated buildings.

including the load combinations (D + L + E with e = 0, and D + L + E with e = 0.05) were determined for the investigated buildings. In these formulas, D, L, E, and e denote dead load, live load, earthquake load, and eccentricity (5% additional eccentricity in buildings without plan irregularities), respectively. The lateral loads were increased monotonically in the pushover analyses to produce the capacity curves.

Dividing the values of the base shear by the weight and the top drift by the height of the building, the normalized capacity curves were obtained. Those curves are shown for the three story buildings, 3S-T1S and 3S-T1N, using the two load patterns P1 and P2 in Figure 4(a). The first yield points FYP are also indicated on the curves. It is found that the curves ordinates are greater for P2 than P1 and T1N than T1S. The same conclusion could be obtained for the six story buildings, 6S-T1S and 6S-T1N, and the nine story buildings, 9S-T1S and 9S-T1N, (Figure 4(b), Figure 4(c)). Figure 4(d) demonstrates that the normalized capacity curves values for the three story buildings are the highest while those of the nine story buildings are the lowest.

The performance points for the three hazard levels, E1, E2, and E3, along with the first yield points FYP, were done on the Capacity Curves for both seismic zones, Baghdad and Dehok. As a sample, Figure 5 represents the curves for the nine story buildings. The horizontal shear design forces HSDF, according to the ISC, are also drawn on the same graphs. It is found that: 1―The performance points for E1 are lower than FYP, which means that the structures will remain elastic. The spacing is much more obvious for the T1N buildings and even more for the higher ones. 2―The curves ordinates due to P2 are always higher than P1. 3―The performance points for Dehok Zone are higher than Baghdad and the ATC 55 values are higher than those of ATC 40, everywhere.

(a) (b)(c) (d)

Figure 4. (a) Capacity curves for 3S; (b) Capacity curves for 6S; (c) Capacity curves for 9S; (d) Capacity curves for all buildings.

(a) (b)(c) (d)

Figure 5. (a) Capacity curves for 9S-T1S-bag; (b) Capacity curves for 9S-T1S-Dehok; (c) Capacity curves for 9S-T1N-bag; (d) Capacity curves for 9S-T1N-Dehok.

7. Prediction of Seismic Response Demands

Displacement and strength demands for the various building configurations were determined according to the investigated versions of CSM for both lateral load patterns using the three seismic hazard levels of each seismic zone. The maximum displacement and strength demand values with certain characteristic parameters obtained from the CSM (δ_{max},_{ }V_{b}, S_{a}, S_{d}, β_{eff}) are shown in Table 3. The displacement profiles of the nine story buildings pushed to maximum displacement demands are shown in Figure 6 for seismic hazard level E3. It was clear that both displacement and strength demands are higher for ATC 55 than ATC 40.

8. Performance Assessment

In this final phase of the procedure the seismic demands, at both global and local levels, computed in the previous steps are compared with acceptable levels of damage for various performance states. Ultimately, the objective of a seismic evaluation is to identify deformation demands in structural components during an earthquake

(a) (b) (c) (d) (e) (f) (g) (h)

Table 3. (a) Analysis results for T1S-P1, in Baghdad and Dehok due to ATC40; (b) Analysis results for T1S-P1, in Baghdad and Dehok due to ATC55; (c) Analysis results for T1S-P2, in Baghdad and Dehok due to ATC40; (d) Analysis results for T1S-P2, in Baghdad and Dehok due to ATC55; (e) Analysis results for T1N-P1, in Baghdad and Dehok due to ATC40; (f) Analysis results for T1N-P1, in Baghdad and Dehok due to ATC55; (g) Analysis results for T1N-P2, in Baghdad and Dehok due to ATC40; (h) Analysis results for T1N-P2, in Baghdad and Dehok due to ATC55.

and whether these demands will exceed the capacity of the element. The drifts are the key elements to build on for performance assessment. The inter-story drift ratio is determined from the drifts and the maximum Inter-story drift ratio is concluded then from them. The latter is compared with the deformation limits mentioned in ATC and FEMA documents for assessment. Figure 6 and Figure 7 show the drifts and the inter-story drift ratio for the Nine Story buildings, respectively.

It is clear from Figure 6 and Figure 7 that the drifts and the inter-story drift ratios (IDR) are higher for ATC55 compared with ATC40. The same could be said about Dehok Zone compared with Baghdad zone. Although P1 pattern yields higher values for the global roof drift ratio (GDR or RDR), P2 pattern accentuates IDR of the soft story in the first level. For this reason P2 is more suitable for exploring T1S group of buildings.

9. Relationship between Inter-Story Drift Ratio and Roof Drift Ratio

The inter-story drift ratio of story i of the building is calculated as:

(2)

The global, roof drift ratio for the building is:

(3)

(a)(b)

Figure 6. (a) Drifts of the nine story buildings according to ATC40; (b) Drifts for the nine story buildings according to ATC55.

(a)(b)

Figure 7. (a) The inter-story drift ratio for the nine story building according to ATC40; (b) The inter-story drift ratio for nine story buildings according to ATC55.

The average inter-story drift ratio for the building is:

(4)

If the same height, , is used to the stories, then the roof drift ratio, , is equal to the average inter- story drift ratio, of the building

This result is interesting because the story drifts, in the formula, cancel each other leaving only that of the roof even for buildings with different story heights, the error is negligible.

In FEMA and ATC documents, the maximum in a building is adopted as the main important criteria for evaluation of building performance. The could also be used as a global indicator for evaluation by finding an approximate relationship between and the maximum . For the investigated buildings it is found that for patterns P1 and P2 the following approximate relations are satisfactory (Figure 8). The error found using these approximate formulas is not more than about 5%

(5)

(6)

Equations (5) and (6) could be used to convert the objective limits from to and then use them to locate the objective limits on the normalized capacity curves. Figure 9 shows those for the nine story buildings. The roof drift ratios and the exact maximum inter-story drift ratios for seismic hazard E3 are show in Table 4(a) and Table 4(b), respectively.

10. Plasticization

Furthermore, plasticization on the frames of the investigated buildings was performed in order of formation of plastic hinges. Table 5 shows the number of plastic hinges that were created in the buildings due to the E3 hazard level. Figure 10 shows those for the nine story buildings 9S. It is obvious that ATC55 produce more hinges than ATC40.

Figure 8. Relations between maximum inter-story drift ratio and the roof drift ratio.

Table 4. (a) The roof drift ratio for seismic hazard E3; (b) The maximum inter-story drift ratio for seismic hazard E3.

Figure 9. Normalized capacity curves for the nine story buildings with objective limits.

Figure 10. Plasticizing sequence of the nine story buildings due to P1 and P2 according to ATC40 and ATC55 in Baghdad Zone, for Seismic Hazard E3.

Table 5. Number of plasticizing sections created in the buildings due to E3 hazard level (Note: the asterisked bold numbers mean some hinges reach the LS state).

11. Performance Levels of the RC Buildings

For the three seismic hazard levels, maximum plastic rotations for each component end and maximum inter- story drift ratios for each story are determined for each building configuration pushed until the related maximum displacement demand is achieved. Performance levels of the buildings are determined by comparing the maximum plastic rotation and story drift values with the relevant limit values relating to performance levels (IO, LS, and CP) defined in ATC 40 [3] .

Considering the results obtained performance levels of each building configuration can be expressed as follows:

1. For levels E1―It is determined that performance of every modeled building, is better than the IO performance level, actually it is less than the first yield point (FYP) which means that all structures will remain elastic for all of the 48 cases investigated;

2. For level E2―It is determined that the performance levels of all buildings, for all the 48 cases, are between FYP and IO;

3. For level E3―It is determined that the performance level of all buildings is better than IO except for the 10 cases according to the drift criteria (Table 4(b)) where the performance level is between IO and LS and 5 cases according to the rotation criteria (Table 5), where some hinges reach the LS.

12. Comparison of Seismic Demands for the Two CSM Versions

In order to compare the structural and nonstructural response demands obtained from the two CSM versions (ATC 40 and ATC 55), seismic response quantities related to the RC building configurations are determined and compared to each other by considering various parameters as follows:

1. Roof drift and shear strength demands.

2. Number and type of plastic hinges.

3. Inter-story drift ratio demands.

4. Roof drift ratio demands.

12.1 Roof Drift and Shear Strength Demands

Roof drift and shear strength demands obtained from CSM of ATC 40 and ATC 55 for each building are shown in Table 6. The roof drift and shear strength demands determined with ATC 55 are always greater than those obtained from ATC 40. Both demands required for any building, due to a certain hazard level of earthquake, are always higher for ATC55, Dehok Zone, P1 pattern compared with ATC40, Baghdad Zone and P2 pattern, respectively. The demands are always more for higher buildings (9S > 6S > 3S). The Roof drift demands are higher for soft story buildings (T1S > T1N), while the shear strength demands are higher for normal story buildings (T1N > T1S).

Table 6. Roof drift demands (cm) and shear strength demands (kN) due to (E3).

The results show that the investigated CSM versions give considerable different displacement demands, independent from the building configurations.

Figure 11 and Figure 12 depict the percentile differences of the displacement and strength demands, obtained from CSM-ATC55 with respect to CSM-ATC40, for hazard level E3. For displacement demands the value ranges between 4.29% to 12.87%, while it ranges between 1.16% to 8.88%. It is clear from the figures that the discrepancy is higher for the displacement demands compared with strength demands.

12.2. Number and Type of Plastic Hinges

As shown in Table 5 and Figure 10, the number and type of plasticizing sections (beam and column plastic rotation demands) obtained from CSM of ATC 55 for the building configurations are generally greater than those

Figure 11. Percent differences of the displacement demands obtained from CSM-ATC55 with respect to CSM-ATC40, (E3).

Figure 12. Percent differences of the strength demands obtained from CSM-ATC55 with respect to CSM- ATC40, (E3).

obtained from CSM of ATC 40. These differences in terms of the maximum plastic rotation demands for the same hazard levels may lead to shifting of the performance levels of the RC buildings with respect to ATC 40 and ATC 55. The total number of plastic hinges created in the buildings due to earthquake where always higher for ATC 55, Dehok Zone, P1 pattern compared with ATC40, Baghdad Zone and P2 pattern, respectively. The number of hinges are more for higher buildings (9S > 6S > 3S). Generally, the buildings with soft story T1S has lower numbers than those without T1N except for the 3S in Baghdad.

12.3. Inter-Story Drift Ratio Demands

When the analysis results in terms of the story drifts are investigated, the distribution of the story drifts along the building height obtained from CSM of ATC 55 are always greater than those obtained from CSM of ATC 40 (Table 4(b), Figure 7). These differences in the analysis results for the E3 seismic hazard levels do change the performance levels of some buildings. The maximum inter-story drift ratios of the buildings are higher for ATC 55 than ATC 40 and Dehok Zone than Baghdad. Generally the ratio is higher for higher buildings for T1N type and lower for higher buildings for T1S type.

12.4. Roof Drift Ratio

The global, roof drift ratio demands of the buildings due to earthquake were always higher for ATC 55, Dehok Zone, P1 pattern compared with ATC 40, Baghdad Zone and P2 pattern, respectively. Those demands were less for higher buildings (9S < 6S < 3S), in general. The buildings with soft story T1S requires higher roof drift demands than those with normal ones T1N.

13. Performance States Due to Plastic Rotation versus Inter-Story Drifts

Determining the performance levels of the buildings according to the plastic rotation demands in structural members are more justified in its judgments than the maximum inter-story drift demands because the decision of the former is built upon local (component) level of investigation, while that of the latter is built upon global (overall structure) demands. As shown in Table 4(b) and Table 5, the number of cases exceeding the IO limit is 5 due to plastic rotation demands, while it is 10 due to inter-story drift demands. The coincidence is in only 4 cases obtained according to CSM of ATC 40 and ATC 55.

In order to determine the effects of the different CSMs in the performance evaluations of the buildings, the performance levels obtained from ATC 40 and ATC 55 are compared to each other in terms of maximum displacement demands. For all buildings, the CSMs versions do not change the performance levels except in some cases for E3, where the performance level of the building has crossed over from IO to LS. This happened for three cases: 3S-T1S-P1, 3S-T1S-P2 and 3S-T1N-P2 in Dehok Zone when the maximum rotation approach was adopted and in five cases: 9S-T1N-P1, 9S-T1S-P2, 6S-T1S-P1 & 6S-T1S-P2 in Dehok Zone and 6S-T1S-P2 in Baghdad Zone when the drift approach is adopted.

14. Performances of RC Buildings Designed According to ISC

Each building performance is evaluated by comparing performance results with the performance objectives of the ISC 1997. The comparison suggests these observations:

1. For all buildings (144 case), each one has shown much better performance than the stipulated level for low-intensity (E1) and somewhat better performance than the stipulated level for the design earthquake (E2) and the maximum (E3).

2. For the identical, peer, cases the demand values for Baghdad zone are always lower than those for Dehok Zone.

3. The demand values due to ATC55 are always higher than those due to ATC40.

4. The P1 pattern of the equivalent seismic load distribution always produces higher values for the displacement demands than the P2 pattern of uniform load, while lower values for strength demands.

15. Conclusions

This study investigated performance of the multi-story RC buildings designed according to the IBC and reviewed the performance objectives defined in the ISC. There are two purposes of this study: the first is to assess the performance objectives defined in the Iraqi Seismic Code (ISC) in order to make a realistic evaluation related to Performance Based Seismic Design (PBSD) of multi-story reinforced concrete buildings and the second is to compare and evaluate structural response demands obtained from nonlinear static analysis procedures according to two versions of the capacity spectrum method (CSM) which are recommended in ATC 40 and ATC 55.

Two groups (T1N & T1S) of regular RC residential buildings are adopted in this research, where those in the second group have soft stories in their first level. There are three buildings of different numbers of stories (3S, 6S, & 9S) in each group.

Twenty four performance points are determined and evaluated for each building due to two different load patterns (P1 & P2), three seismic hazard levels (E1, E2, & E3) for two Iraqi seismic zones (Baghdad & Dehok), and according to the two versions of CSM (ATC 40 & ATC 55).

The results obtained after investigating the 144 study cases are summarized as follows:

1. It is found that the performance objectives stated in Iraqi Seismic Code (ISC) for low intensity, design, and maximum earthquake hazard levels are accomplished to a great magnitude. In summary, it is determined that the investigated buildings will not collapse in earthquakes in Iraq. If properly designed and constructed, they will have met, even better, performance objectives stipulated in the (ISC).

2. Effects of different CSMs in performance evaluations of the buildings are investigated in terms of several parameters. The structural response demands (displacement, strength, plastic rotation, inter-story drift demands, etc.), obtained by using the CSM of ATC 40 and ATC 55, are compared and evaluated thoroughly. The results can be summarized as follows:

a. It is found that adopting of the two different CSMs may yield different performance levels for Seismic Hazard Levels E3. These performance levels obtained from the analyses may lead to different evaluations of the RC buildings within the performance based seismic design and assessment concept.

b. It is determined that the discrepancies between seismic response demands obtained from the two versions of CSM increase considerably, when the seismic hazard level increases.

c. Displacement and strength demands obtained from ATC 55 are always greater than those obtained from ATC 40 for all seismic hazard levels as independent from structural characteristics, loading pattern, seismic region or hazard level. However, these differences are smaller for lower hazard levels. For seismic hazard E3, the average percent differences of the displacement and strength demands obtained from CSM-ATC55 with respect to CSM-ATC40, are 9% and 5%, respectively.

d. Maximum beam and column plastic rotation demands obtained from ATC 55 for the buildings are always greater than those obtained from ATC 40 in parallel with the maximum displacement demand. These differences, in terms of the maximum plastic rotation or drift demands, obtained from ATC 55 may lead to shifting of the performance levels of the buildings with respect to ATC 40.

e. When analysis results in terms of the story drifts are investigated, the distribution of story drifts along the building height and their maximum values obtained from ATC 55 for each building are considerably greater than those obtained from ATC 40.

3. The global, roof drift ratio could also be used as a global criteria for evaluation of performance by finding an approximate relationship between its value and the maximum inter-story drift value and then reflect that on the capacity curve.

Notation

The following symbols are used this paper:

C_{a}, C_{v} site seismic coefficients to describe the standard elastic site response spectra;

D dead load;

e eccentricity;

E earthquake load;

h_{i}, h_{j}_{ }the heights of the i-th and j-th floors from the top of the foundation;

h_{0} constant story height in a building;

H height of the building;

IDR_{av} average inter-story drift ratio of the building;

IDR_{i} inter-story drift ratio of story i of the building;

N total number of levels;

S_{a} spectral acceleration corresponding to the performance point;

S_{d} spectral displacement corresponding to the performance point;

T_{1} fundamental vibration period in the direction under consideration;

V total horizontal seismic shear force;

V_{i} seismic design force in the i-th level;

V_{b} base shear force of the building;

W_{i}, W_{j}_{ }the i-th and j-th floor weights;

α_{1} modal mass coefficient for the first natural mode;

β_{eff} effective viscous damping;

δ_{max} displacement demand of building;

∆_{I} drift at floor I; and

roof drift of building

Cite this paper

Amer, A. , Sobaih, M. and Adel, A. (2016) Investigation of Effects of Capacity Spectrum Method on Performance Evaluation of Multi-Story Buildings According to the IRAQI Seismic Code Requirements.*Open Journal of Civil Engineering*, **6**, 420-441. doi: 10.4236/ojce.2016.63036.

Amer, A. , Sobaih, M. and Adel, A. (2016) Investigation of Effects of Capacity Spectrum Method on Performance Evaluation of Multi-Story Buildings According to the IRAQI Seismic Code Requirements.

References

[1] Poland, C.D. and Hom, D.B. (1997) Opportunities and Pitfalls of Performance Based Seismic Engineering. Proceedings of the International Workshop on Seismic Design Methodologies for the Next Generation of Codes, Bled, Slovenia, 69-78.

[2] Bento, R., Falcao, S. and Rodrigues, F. (2004) Nonlinear Static Procedures in Performance Based Seismic Design. Proceedings of the 13th World Conference on Earthquake Engineering, Canada Engineering, Vancouver, Canada.

[3] Applied Technology Council ATC (1996) Seismic Evaluation and Retrofit of Concrete Buildings. ATC 40, Vol. 1, Washington DC.

[4] FEMA 237 (1997) NEHRP Guidelines for the Seismic Rehabilitation of Buildings. Washington DC.

[5] FEMA 356 (2000) Prestandard and Commentary for the Seismic Rehabilitation of Buildings. Washington DC.

[6] Kalkan, E. and Kunnath, S.K. (2007) Assessment of Current Nonlinear Static Procedures for Seismic Evaluation of Buildings. Engineering Structures, 29, 305-316.

[7] Chopra, A.K. (2007) Dynamic of Structures, Theory and Applications to Earthquake Engineering. 3rd Edition, Prentice Hall, Upper Saddle River.

[8] Irtem, E., Turker, K. and Hasgul, U. (2007) Causes of Collapse and Damage to Low-Rise RC Buildings in Recent Turkish Earthquakes. Journal of Performance of Constructed Facilities, 21, 351-360.

http://dx.doi.org/10.1061/(ASCE)0887-3828(2007)21:5(351)

[9] Irtem, E. and Hasgul, U. (2009) Investigation of Effects of Nonlinear Static Analysis Procedures to Performance Evaluation on Low-Rise RC Buildings. Journal of Performance of Constructed Facilities, 23, 456-466.

http://dx.doi.org/10.1061/(ASCE)CF.1943-5509.0000047

[10] ATC 55 (2005) Applied Technology Council. Improvement of Nonlinear Static Seismic Analysis Procedures, FEMA440 Report. Redwood City, CA.

[11] Comartin, C.D., et al. (2004) A Summary of FEMA 440: Improvement of Nonlinear Static Seismic Analysis Procedures. 13th World Conference on Earthquake Engineering, Vancouver, Canada.

[12] Freeman (1998) Development and Use of Capacity Spectrum Method. Proceedings of the 6th U.S. National Conference on Earthquake Engineering, Seattle, Oakland, USA.

[13] Freeman, S.A., Nicoletti, J.P. and Tyrell, J.V. (1975) Evaluation of Existing Buildings for Seismic Risk—A Case Study of Puget Sound Naval Shipyard, Bremerton, Washington. Proceedings of U.S. National Conference on Earthquake Engineering, Berkeley, 113-122.

[14] Chopra, A.K. and Goel, R.K. (2000) Evaluation of NSP to Estimate Seismic Deformation: SDF Systems. Journal of Structural Engineering, 126, 482-490.

http://dx.doi.org/10.1061/(ASCE)0733-9445(2000)126:4(482)

[15] Iraqi Building Code Requirements for Reinforced Concrete, IBC, Code 1/1987. Building Research Centre, Baghdad, Iraq.

[16] Iraqi Seismic Code Requirements for Buildings, ISC, Code 2/1997. Building Research Centre, Baghdad, Iraq.

[17] CSI. SAP2000 V-17 (2014) Integrated Finite Element Analysis and Design of Structures Basic Analysis Reference Manual. Computers and Structures, Inc.

[1] Poland, C.D. and Hom, D.B. (1997) Opportunities and Pitfalls of Performance Based Seismic Engineering. Proceedings of the International Workshop on Seismic Design Methodologies for the Next Generation of Codes, Bled, Slovenia, 69-78.

[2] Bento, R., Falcao, S. and Rodrigues, F. (2004) Nonlinear Static Procedures in Performance Based Seismic Design. Proceedings of the 13th World Conference on Earthquake Engineering, Canada Engineering, Vancouver, Canada.

[3] Applied Technology Council ATC (1996) Seismic Evaluation and Retrofit of Concrete Buildings. ATC 40, Vol. 1, Washington DC.

[4] FEMA 237 (1997) NEHRP Guidelines for the Seismic Rehabilitation of Buildings. Washington DC.

[5] FEMA 356 (2000) Prestandard and Commentary for the Seismic Rehabilitation of Buildings. Washington DC.

[6] Kalkan, E. and Kunnath, S.K. (2007) Assessment of Current Nonlinear Static Procedures for Seismic Evaluation of Buildings. Engineering Structures, 29, 305-316.

[7] Chopra, A.K. (2007) Dynamic of Structures, Theory and Applications to Earthquake Engineering. 3rd Edition, Prentice Hall, Upper Saddle River.

[8] Irtem, E., Turker, K. and Hasgul, U. (2007) Causes of Collapse and Damage to Low-Rise RC Buildings in Recent Turkish Earthquakes. Journal of Performance of Constructed Facilities, 21, 351-360.

http://dx.doi.org/10.1061/(ASCE)0887-3828(2007)21:5(351)

[9] Irtem, E. and Hasgul, U. (2009) Investigation of Effects of Nonlinear Static Analysis Procedures to Performance Evaluation on Low-Rise RC Buildings. Journal of Performance of Constructed Facilities, 23, 456-466.

http://dx.doi.org/10.1061/(ASCE)CF.1943-5509.0000047

[10] ATC 55 (2005) Applied Technology Council. Improvement of Nonlinear Static Seismic Analysis Procedures, FEMA440 Report. Redwood City, CA.

[11] Comartin, C.D., et al. (2004) A Summary of FEMA 440: Improvement of Nonlinear Static Seismic Analysis Procedures. 13th World Conference on Earthquake Engineering, Vancouver, Canada.

[12] Freeman (1998) Development and Use of Capacity Spectrum Method. Proceedings of the 6th U.S. National Conference on Earthquake Engineering, Seattle, Oakland, USA.

[13] Freeman, S.A., Nicoletti, J.P. and Tyrell, J.V. (1975) Evaluation of Existing Buildings for Seismic Risk—A Case Study of Puget Sound Naval Shipyard, Bremerton, Washington. Proceedings of U.S. National Conference on Earthquake Engineering, Berkeley, 113-122.

[14] Chopra, A.K. and Goel, R.K. (2000) Evaluation of NSP to Estimate Seismic Deformation: SDF Systems. Journal of Structural Engineering, 126, 482-490.

http://dx.doi.org/10.1061/(ASCE)0733-9445(2000)126:4(482)

[15] Iraqi Building Code Requirements for Reinforced Concrete, IBC, Code 1/1987. Building Research Centre, Baghdad, Iraq.

[16] Iraqi Seismic Code Requirements for Buildings, ISC, Code 2/1997. Building Research Centre, Baghdad, Iraq.

[17] CSI. SAP2000 V-17 (2014) Integrated Finite Element Analysis and Design of Structures Basic Analysis Reference Manual. Computers and Structures, Inc.